Loading...
HomeMy WebLinkAboutARDENWOOD 39415_06-00001543 THRU 06-00001550 36j �.� nstruction Co., Inc. (',gc I of 18 Z i-osler Street lob#8313.DII-BB 'iviartinez, CA 94553 Ridgestone (800) 366-9600 08/31/06 91 -0" x 20'-0" Double Post Back-to-Back Carports Rid estone at Rams ate 39415 Ardenwood Way, Lake Elsinor CA for: Fairfield Develo ment Desis-» Criteria: Roof Live Load (slope 1/4 on 12) .......... RLL:= 20.0-psF Basic Wind Speed(mph) ....................... Wind = 80 qs = 16.40 psf Wind Exposure ........................................Exp - C Ce= 1.06 O� �+n NO.C 37 70 Seismic Zone ..........................................Zone=4 Z = 0.40 Exp.00 � Soil Profile ...............................................Soil=Sd Importance Factor ................................... 1:= I f G��d Allowable Stresses Roof and wall sheeting ..........................ASTM A924 Grade 80 Fyshtg 80.0•ksi Fbshtg:= 36.0•ksi Frames, purlins and gists ........................ ASTM A607 Grade 55 Fy 55.0-ksi Fb := 33.0 ksi Allowable Soil Bearing Pressure ........... ASBP:= 2000•psf Concrete ...................................................fc:= 2500-psi at 28 days Reinforcements .......................................ASTM A615,Grade 40 Roof Dead Loads: Roof panels .. RDL I := 0.74•psf Framing ....................................................RDL2:= 1.0-psf Misc ......................................................... RDL3 := 0.26•psf CITY OF LAKE ELSIN®h Total Roof Dead Load, RDL := RDLI + RDL2 + RDL3 RDL = ION EVIS" El Il Baj�;•Construction Co., Inc. Page 2 of 18 22.3'Foster Street Job N8313-DI'-1313 Martinez, CA 94553 Ridgestone (800) 366-9600 08/31/06 Roof Sheeting: 29ga AEP "X-Span" (Alta -Rib) panels L:= 11.0 ft cantilever, a:= 4.5•ft tributary, s:= 1.0•ft w:_ (RILL+ 0.74•psf)•(s) w= 20.74plf Spos:= 0.1029•in3 Sneg:= 0.0868•in3 M := (0.125•w•L2) - (0.5•w-a2) ,'41 = 103.70 ft.1bf fb:= M fb = 12.09ksi Spos Meant:= 0.5•w•a2 Meant = 20999 ft.Ibf fb Mcanl tb= 29.03 ksi Sneg Uplift: Cc = 1.06 qs = 16.40psf I = 1.00 Unenclosed structure, Cq:= 1.3 Yu Ce•Cq•gs•I Pu=22.60psf Wtlplilt:= (Pu -0.74•psf)•(s) wuplift=21.86plf Mluplifi 0.125•(wuplift)•L2- 0.5-(wuptift).a2 Mluplift = 1311.55 in•Ibf at cantilever: M� 2 -uplift:= 0.5'(Wuplifi)•a N42iiplift = 2655.84 in•Ibf Req'd.Section Modulus, Sxfzgd:_ n]aX(1V11 uplift,N12upfift) Sxfegd 3-0.0555 in _ panel adequate 1.3�� Fbshtg Connection to Purlins: #12 SD screws w/5/8"0 dome washer every flute(9.0" o.c.) Member in contact w/screw head(29ga), t1 :- 0.0139•in Tensile Strength, FuI := 82.0•ksi Screwhead diameter, d 0.312•in dw:= if(d < 0.50•in,d,0.50•in) dw =0.31 in Pnov := 1.5•t1•dw•FUI Pnov = 0.53 kips __> Allow.Pullover, Pa:= Pnov Pa- 177.81 Ibf 0 wu :_ (Pu - 0.74•psf) (0.5•L + a) wu =218.59p1f Max.screw spacing. Spacing 1.33•Pa p � := Spacing= 12.98 in wu Actual screw spacing=9.0 in O.K. Baja construction Co., Inc. Page 3 of 18 223 Foster Street ,lob 48313-DP-BB Martinez, CA 94553 Ridgestone (800)366-9600 08131/06 Roof Purlins: Cee 10" x 2 1/2" x 14ga L :— 18.0•ft cantilever, a:= 9.0-ft tributary, s:= 10,0•ft Roof tributary area, A:= (L + a)•s A= 270.00ft2 RLL:= if(A <200•ft2,20.0•psf, 16.0-psf) RILL= 16.00psf w:= (RDL+ RLL)•s w= 180.00p1f Uplift: Cq := if(A < 100-ft2,Cq, 1.3 — 0.30) Cq = 1.00 Pu := Ce•Cq•gs•1 Pu = 17.38psf wu :_ (Pu — RDL)•s wu = 153.84pif See purlin analysis below. Purlin to Column Connection: (8)-#12 screws d:= 0.216-in S2:= 3.0 Steel in contact with screw head: 14 a Fit, := 65-ksi tt := 0.075-in' Pit, := 2.7-tt•d•Fitt Pnt =2.84kips Steel not in contact with screw head: 14ea Fu2:= 65•ksi t2 := 0.075 in Pn,:= 2.7•t2-d-Fug Pn, = 2.84 kips For 12/tt equal to or less than 1 o.s P113:= 4.2•(t23•d) •Fu2 Pn3 = 2.61 kips t2 Allow Shear per screw: = 1.00 tj t2 Pn if -- 5 I,min(Pnt,Pn2,Pn3),min(Pni,Pn,) Pit = 2.61 kips tt Pn =2.61 kips =___> Pa:= Pn-- Pa= 0.87 kips 0 GF:= 8 (Pa) GF= 6.95 kips P:= max(w,wu)•(L) P= 3.24 kips — O.K. 1996 AISI Specification wI1999 Supplement �G Project: Model: Purlins - D + L �4'"'..."° € ZR S`&}s w,W- '# fi t* L. k y *' 1 '' w7 i�.� '� tag`"Y�. 1? x€n � Tv. '3 a +'knpy,/�`4✓�'x 7'C T; e ,p.y}: `a }3 Unif Ld lb/ft i R1 R2 9.00 ft 18.00 ft Section : Cee 10 x 2.5 x 149a Single Maxo= 9342.0 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I= 17.46 in Va = 3751.5 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 7290.0 0.780 4653.9 None 7971.9 0.584 0.495 L/436 Center Span 7290.0 0.780 4100.7 Full 9342.0 0.439 0.343 L/629 Combined Bending and-Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb). (Ft-Lb) Value Req'd ? RI 3645.0 2.50 2269.7 7290.0 2.71 YES R2 1215.0 2.50 1312.5 0.2 1.11 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 2025.0 7290.0 1.00 0.54 0.78 0.90 NA R2 1215.0 0.2 1.00 0.32 0.00 0.10 NA 1996 AISI Specification w11999 Supplement p eA5 e Project: r Model: Purlins - D + W � '§st�'`t �' �"�: =:. ��s� x,t"��r���`'' � r; �e��� ��i��� ` �� � ��_�- � �,a° "'`*` , u���.+-� r .•:i Unif Ld L m��.:a...,:s�.,�a. aa.;..x •:�F4 .,...�«tr���rt.+�, ::..s,3�..�:a,�,� �r::.: �_=�....o.. ;�:�.�.:s;�:t�,��:.:�,t;,�:_.�.:'.�::.:�.�.�� lb/ft R1 R2 9.00 ft 18.00 ft Section : Cee 10 x 2.5 x 14ga Single Maxo= 9342.0 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 17.46 in Va = 3751.5 lb Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 6237.0 0.501 3981.7 Full 9342.0 0.320 0.424 L/510 Center Span 6237.0 0.501 3508.E Mid-Pt 6595.0 0.399 0.294 L/735 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (Ib) (Ft-Lb) Value Req'd ? R1 3118.5 2.50 2269.7 6237.0 1.74 YES R2 1039.5. 2.50 1312.5 0.4 0.71 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr, Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Unstiffen . Stiffen R 1 1732.5 6237.0 1.00 0.35 0.50 0.37 NA R2 1039.5 0.4 1.00 0.21 0.00 0.04 NA Baja C-Enstruction Co., Inc. Page 6 of 18 223 Foster Street Job 48313-IMP-BB Martinez, CA 94553 Ridgestone (800)366-9600 08/31/06 Handicap Bay Roof PUrllns: Cee 10" x 2 1/2" x 14ga L:= 23.0•ft cantilever, a;= 0,041 tributary, s:= I0.0 ft Roof tributary area, A:= (L + a)•s A = 230.00 ft2 RLL:= if(A < 200-ft2,20.0-psf,16.0-psf) RLL = I6.00psf w:_ (RDL + RLL)-s w= 180.00 plf Uplift: Cq:= if(A < 100-1`12,Cq, 1.3 — 0.30) Cq = 1.00 Pu :- Ce.Cq•gs-I Pu = 17.38 psf wu :_ (Pu — RDL)•s wu = 153.84 PI See purlin analysis below. Purlin to Column (8)-02 screws (I := 0.216•in f2 := 3.0 Steel in contact with screw head: 14 ea Fu, 65 ksi tj := 0.075•in Pni := 2.7-ti•d-Fu1 PnI =2.84kips Steel not in contact with screw head: 14Qa Fu, := 65-ksi t2:= 0.075•in Pn2:= 2.7•t2•d•Fu2 Pn2=2.84kips For t,/t I equal to or less than I n.s Pn3 := 4,2•(t23 d) Fu2 Pn3 - 2.61 kips Allow Shear per screw: t = 1.00 (I t I'll := if < I ,nlin(Pnl,Pn2,PI13),ntin(Pnl,l)n2) Pn =2.61 kips tI Pn - 2.61 kips =___> Pa:= Pn— Pa = 0,87 kips f2 GF:= 8-(Pa) GF=6.95 kips P:= ntax(w,wu)•(L) P=4.14kips O.K. 1996 AISI Specification wl1999 Supplement Project: Model: Handicap Bay Purlins - D + L c'p ,{z�P� 9 Unif Ld lb/ft R1 R2 23.00 ft Section : Cee 10 x 2.5 x 12ga Single Maxo = 13169.8 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I= 23.99 in14 Va = 10358.9 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 11902.5 0.904 11902.5 Full 13169.8 0.904 1.601 L/172 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (Ib) (Ft-Lb) Value Req'd ? R1 2070.0 2.50 2809.4 00 0.88 No R2 2070.0 2.50 2809.4 0.1 0.88 No Combined Bending and Shear Reaction or Vmax Mmax Va intr. Intr. Pt Load (Ib) (Ft-Lb) Factor V/Va MlMa Unstiffen Stiffen R1 2070.0 0.0 1.00 0.20 0.00 0.04 NA R2 2070.0 0.1 1.00 0.20 0.00 0.04 NA 1996 AISI Specification w/1999 Supplement Gc5 e O Project: Model: Handicap Bay Purlins - D + W Unif Ld 154 I 0 b/ft ; R1 �z2 23.00 ft Section : Cee 10 x 2.5 x 12ga Single Maxo= 13169.8 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 23.99 in14 Va = 10358.9 lb Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 10183.3 0.580 10183.3 Third-Pt 9920.4 0.770 1.370 L/201 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd ? R 1 1771.0 2.50 2809.4 0.0 0.57 No R2 1771.0 2.50 2809A 0.1 0.57 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 1771.0 0.0 1.00 0.13 0.00 0.02 NA R2 1771.0 0.1 1.00 0.13 0.00 0.02 NA Baja Construction Co., Inc. Page 9 of 18 223 Foster Street Job#8313-DI'-BB Martinez, CA 94553 Ridgestone (800)366-9600 08/31/06 Column Loads: Dead Load+Live Load Tributary area= 1/2 standard bay+ 1/2 handicap bay Dead load on column, Pdl := (RDL)-(20.5-ft)•(10.0•ft) Pd1 = 0.41 kips Live load on column, PIl :_ (RLL)-(20.5-ft)-(10.0•ft) PI1 =3.28kips Pt:= Pdl + PH Pt= 3.69 kips Mcol := 0.0•ft•kips Wind Load(on 4-columns) Cc= 1.06 qs = 16.40 psf I= 1.00 Unenclosed structure, Cq:= 1.3 Wind pressure, P:= Cc.Cq•gs-I P'=22.60psf Fw:= (P)•(20.5-ft)-(I.5-ft) Fw=0.69 kips Mwind := 0.25•Fw-(9.0•ft) Mwind = I.56ft-kips (each column) Seismic(on 4-columns 1:= 1.0 R := 2.2 Na:= 1.5 =_—___> Ca:= 0.44•Na Ca=0.660 W:= RDL-(20.5•ft)•(40.0•ft) W= 1640.00 IV 2.5•Ca.1 Vs:_ •(W) Vs=0.88 kips 1.4•R Mseis:= 0.25•Vs•(9.5-ft) Mseis=2.09 ft-kips (each column) Baja Construction Co., Inc. Page 10 of 18 223 Foster Street .lob#8313-D1'-BB Martinez, CA 94553 Ridgestone (800)366-9600 08/34/06 Columns, cont: (2) Cee 4 x 2.5 x 14 foxed Allowable Axial Stress: Fy:= 55.0•ksi E:= 29500•ksi Ky:= 2 Ly:= 9.5•ft ry.:= 1.7766•in Kx:= 2 Lx:= 9.5•ft rx:= 1.60922in C y y\z z it L 1 = 16469.88 rKx•Lx� =20074.73 rx �.L I: Fe:= _ Fe= 14.50ksi ma (Ky•Ly 2 rKx.Lx' l ry. \ r Fn :— if�Fe > 0.5•Fy,Fy• 1 — Fy �,FeJ Fn= 14.50ksi 4•Fe Ae 1.5632-in2 Oc:= 1.80 Pn := Ae-Fn Pn =22.67kips Pa:= Pn Pa= 12.60 kips nc Combined Loading-Dead Load+Live Load nb := 1.67 Ix:= 4.0477•in4 Sx := 1.9579•in3 E =29500.00 ksi Cmx:= 1 Mnx:= Sx•Fy Mnx=8.97 ft•kips Pex:= it E 1x Pex =22.67kips (Kx•Lx)2 S2c•(Pdl + P11) Pex Qc•(Pdl + P11) f2b•Cmx•Mcol + = 0.29 — 1.0 Q.K. Pit Mnx•ax Combined Loadinc,- Dead Load+ Wind Load for seismic S2c.(Pdl) ax:= 1 — ax= 0.97 Pex Qc•(Pdl) !Db-Cmx•max(Mwind,Mseis) + =0.43 < 1.33 O.K. Pn Mnx•ax Baja Construction Co., Inc. Page l 1 of 18 223 Foster Street Job#83 1 3-13114313 Martinez, CA 94553 Ridgestone (800)366-9600 08/31/06 Pier Footing: 20"0 x 3'-4" deep Caisson Max.Moment, Mmax:= rnax(Mcol,0.75•Mwind,0.75•Mseis) Mmax= 1.56ft•kips Equivalent Point Load, p:= Mmax P=0.16 kips 9.5•ft Allowable lateral bearing pressure ...................... Sa:= 200-psf ft Applied lateral force ...............................................P= 0.16kips Distance-P to ground ........................................... h := 9.5•ft Pole diameter(or diagonal) ....................................b:= 20.0•in Pole embedment depth ...........................................D:= 3.33-ft Structure is not adversely affected by 1/2"ground motion -- use twice value of Sa S, := 2-SR D S1 =444.00 psf 3 2.34 P A := A = 0.52ft SI•b d := 2 I 1 + I L3 d = 2.60ft 4 A ) Check Pier Footing for Vertical Loads (DL+LL): Allow. Soil Bearing ............................SBPa:= 2000•psf %Increase for depth 1 ft Total Soil Bearing Pressure ............. SBPt:= SBPa + %-(SBPa)•(D— 1.0•11) SBPt=2932.00 psf Pier Diameter .........................b =20.00in r:= 0.5•b r= 10.00in Max. Vertical Load ................P:= Pdl + PH P= 3.69 kips Actual Soil BearingP ••••••••-••••• SBP:= z SBP= 1691.37 psf — O.K. tt•r Baja Construction Co., Inc. Page 12 of 18 223 Foster Street Job#8313-DP-BB Martinez, CA 94553 Ridgestone (800)366-9600 08/31/06 Check Pier Footing for Uplift Loads (DL+Wind): Cc= 1.06 Cq:= 0.70 qs = 16.40 psf I= 1.00 Pu:= Cc-Cq•gs•t Pu = 12.17psf Uplift:= (Pu — RDL)-(20.5-ft)•(10.0-ft) Uplift= 2.08 kips Allow. Skin Friction SBPa ••••••••••••• Ff:= Ff = 333.33 psf 6 Pier Capacity ......................... Cap:= n-b.Ff Cap= 1745.33 plf Friction capacity .................. Fup:= (Cap)-(D— 1-ft) Fup=4.07 kips (neglect top 1.0 ft) Weight of footing ................ W:= (145.pcf)-(7r r2)-(D) W= 1.05 kips W+ Fup FS:= FS=2.46 Uplift Check Alternate Spread Footingfor Load: Y-3" x 3'-3" x 24" deep Uplift=2.08kips W:= (145.0-pcf)-(3.25-ft).(3.25-ft)•(24•in) W = 3.06 kips Allowable Skin Friction, Ff =333.33 psf Footing Perimeter Length, L:= 2.(3.25-ft + 3.25,ft) Effective Footing Depth, D:= 24.0-in — 12.0-in D= 12.00 in Footing Friction Capacity, Fup:= Ff.(L).(D) Fup= 4.33 kips Factor of Safety, WFup =3.55 Uplift Baja Construction 223 Foster Street Martinez, CA 94553 Rev 580001 -- ---- - - - - --- - ... - User:KVV-060132zder5.a.0.1-Dec-2003 General Footing Analysis & Design (c)1983.2003 ENERCALC Engineering Software 5-HC-DP-SpreadFtg.ECW:Caleulations Description Alternate Spread Footing (w/ H.C. bay) 1 General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 3.250 ft Seismic Zone 4 Length along Y-Y Axis 3,250 ft Footing Thickness 24.00 in Live&Short NOT Combined CDI Dim.Along X-X Axis 4.00 in fc 2,500.0 psi Col Dim.Along Y-Y Axis 5.00 in Fy 40,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel% 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 0.410 k ...ecc along X-X Axis 0.000 in Live Load 3.280 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates_Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term 2.090 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears,.. (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k Summary Caution: X(short)ecc>Widt 3.25ft x 3.25ft Footing, 24.Oin Thick, w/ Column Support 4.00 x 5.00in x O.Oin high i DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 639.3 696.3 psf Max Mu 0.619 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.518 in2 per ft "X Ecc,of Resultant 0.000 in 7.221 in Shear Stresses.... Vu Vn "Phi "Y'Ecc, of Resultant 0.000 in 0.000 in 1-Way 0.000 85.000 psi X-X Min.Stability Ratio No Overturning 1.500:1 2-Way 1.806 170,000 psi Y Y Min.Stability Ratio 2.703 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn 'Phi Two-Way Shear 1.81 psi 0.17 psi 0.11 psi 170.00 psi One-Way Shears... Vu @ Left 0.00 psi 0,00 psi 0.00 psi 85.00 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Top 0,00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 85.00 psi Moments ACI C_1 ACI C 2 ACI C-3 Ru/Phi As Req'd Mu @ Left 0.62 k-ft -0.33 k-ft -0.21 k-ft 1.6 psi 0.52 02 per ft Mu @ Right 0.62 k-ft 0.45 k-ft 0.29 k-ft 1.6 psi 0.52 in2 per It Mu @ Top 0.58 k-ft 0.05 k-ft 0.03 k-ft 1.5 psi 0.52 in2 per ft Mu @ Bottorn 0.58 k-ft 0.05 k-ft 0.03 k-ft 1.5 psi 0.52 in2 per It Baja Construction 22� Faster Street Martinez, CA 94553 Rev: 580001 User:KW-0601322,Ver5.80,1-Deo-2003 General Footing Analysis & Design (c)1983-2003 ENERCALC Engineering Software -,-HC-DP-S'readFtg-ECW,CaICLIations Description Alternate Spread Footing (w/ N.C. bay) Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 639.35 63935 639.35 639.35 psf DL+ LL+ ST 0.00 696.26 328.82 328.82 psf Factored Load Soil Pressures ACI Eq.C-1 988.25 988.25 988.25 988.25 psf ACI Eq.C-2 0.00 974.76 460.34 460.34 psf ACI Eq.C-3 0.00 626.63 295.93 295.93 psf ACI Factors (per ACI 318-02,applied internally to entered loads) -225= ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1,300 ...seismic=ST': 1.100 Used in ACI C-2&C-3 � X-Span TM V � , Featuring Zincalume For Twice the Life! Zincalume combines the strength of steel with the corrosion resistance of aluminum for twice the life of most zinc coatings. 2" y„ Painted side -K �( ,/\,"Span is a 36"panel engineered with long spanning capabilities in mind. Its structural nature, f 36"Net Coverage - --�� economical gauges and lasting coating systems makes X-Span the preferred panel for carports. Long spanning capability and its design provides Gauge wt. S+ I+ S- !_ (Ibs/ft'} (invft) (in`/ft) (in'Vft) (in°/ft) superior load and span capacities, saving money in the structural support system. 29 i 0.71 0.1029 0.1083 0.0868 0.1043 26 j 0.96 0.1497 0.1607 0.1277 0.1483 I ❑ Standard trim pieces are available and can be ordered by number. 0 26 gauge panels available with the DuraTechl'nt coating system or Zincalume" Plus for unpainted applications. Q 29 gauge panels available with the ColorGuard T"^xt coating system in Desert Beige, Surf White, and Light Stone or ZincalumeO Plus for unpainted applications. �xr ` S A N Ejlgi�ret.�-ed.Solrrt• , -// s i':;l�ji; —..ru j tri 1:x:•:��5'III:.r.Je �i�t:l Tacoma,WA sn0 :3:;-1957,'153-363-4955 FAX 153-27;)-07,}1 Fontana, CA 800-272-1466,909-823-0401 RAX Ga!l�ls,TXrsiiO-:;?7-2;q.1,��-I-t;?7-1-.1a FASZI-I-s2r;-i:19.1 1996 AISI Specification w/1999 Supplement 1�9 DATE: 8/31/2006 SECTION DESIGNATION: Cee 10 x 2.5 x 14ga Single C Stud INPUT PROPERTIES: Web Height= 10.0000 in Steel Thickness = 0.0750 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 5.0473 in Moment of Inertia for Deflection (Ixx) 17.4578 in^4 Section Modulus (Sxx) 3.4039 in 3 Allowable Bending Moment (Ma) 9342.03 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 5.0000 in Moment of Inertia (Ixx) 17.4578 inA4 Cross Sectional Area (A) 1.2316 inA2 Radius of Gyration (Rx) 3.7650 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.6593 in Gross Moment of Inertia (lyy) 1.0228 inA4 Radius of Gyration (Ry) 0.9113 in Other Section Property Data Member Weight per Foot of Length 4.1908 Ib/ft Allowable Shear Force In Web (Unpunched) 3751.53 lb Pao for use in Interaction Equation C5-2 21882 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.7316 in St. Venant torsion Constant (J x 1000) 2.3092 inA4 Warping Constant (Cw) 21.6347 inA6 Radii of Gyration (Ro) 4.2431 in Torsional Flexural Constant(Beta) 0.8335 1996 AISI Specification w11999 Supplement /,?x e, l DATE: 8131/2006 / SECTION DESIGNATION: Cee 10 x 2.5 x 12ga Single C Stud INPUT PROPERTIES: Web Height= 10.0000 in Steel Thickness = 0.1050 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 5.0000 in Moment of Inertia for Deflection (Ixx) 23.9929 in14 Section Modulus (Sxx) 4.7986 in^ 3 Allowable Bending Moment (Ma) 13169.75 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 5.0000 in Moment of Inertia (Ixx) 23.9929 in^4 Cross Sectional Area (A) 1.7089 in^2 Radius of Gyration (Rx) 3.7470 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.6614 in Gross Moment of Inertia (lyy) 1.3751 in^4 Radius of Gyration (Ry) 0.8970 in Other Section Property Data Member Weight per Foot of Length 5.8150 Iblft Allowable Shear Force In Web (Unpunched) 10358.93 lb Pao for use in Interaction Equation C5-2 34860 Ib Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.7036 in St. Venant torsion Constant (J x 1000) 6.2802 in^4 Warping Constant (Cw) 28.9360 in^6 Radii of Gyration (Ro) 4.2127 in Torsional Flexural Constant (Beta) 0.8365 1996 AISI Specification w11999 Supplement DATE: 8/31/2006 SECTION DESIGNATION: 4 x 2.5 x 14ga (2) Boxed C Stud INPUT PROPERTIES: Web Height 4.0000 in Steel Thickness = 0.0750 in Top Flange= 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 2.0274 in Moment of Inertia for Deflection (Ixx) 4.0477 inA4 Section Modulus (Sxx) 1.9579 in 3 Allowable Bending Moment(Ma) 5373.48 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.0000 in Moment of Inertia (Ixx) 4.0477 in^4 Cross Sectional Area (A) 1.5632 inA2 Radius of Gyration (Rx) 1.6092 in Section Properties, Weak Axis Gross Moment of Inertia (lyy) 4.9338 inA4 Radius of Gyration (Ry) 1.7766 in Other Section Property Data Member Weight per Foot of Length 5.3191 lb/ft Allowable Shear Force In Web (Unpunched) 11880.00 lb Pao for use in Interaction Equation C5-2 41855 lb